• 4.72 MB
  • 87页

住宅楼设计计算书毕业设计

  • 87页
  • 当前文档由用户上传发布,收益归属用户
  1. 1、本文档共5页,可阅读全部内容。
  2. 2、本文档内容版权归属内容提供方,所产生的收益全部归内容提供方所有。如果您对本文有版权争议,可选择认领,认领后既往收益都归您。
  3. 3、本文档由用户上传,本站不保证质量和数量令人满意,可能有诸多瑕疵,付费之前,请仔细先通过免费阅读内容等途径辨别内容交易风险。如存在严重挂羊头卖狗肉之情形,可联系本站下载客服投诉处理。
  4. 文档侵权举报电话:19940600175。
'住宅楼设计计算书毕业设计目录一设计任务书11.1设计任务书11.2工程设计概况11.2.1建设项目名称11.2.2建设地点11.2.3设计资料11.2.4地基承载力:180KPa11.2.5气候条件11.2.6.抗震设防要求18度第二组,场地为ⅱ类。11.2.7耐火等级11.3摘要2二.楼盖设计42.1设计资料42.2楼盖的结构平面布置(见图2-1)5(1)板的布置图:(见图2-2)51配筋计算112屋面板设计12(2)配筋计算152.2次梁的设计162.2.1次梁l1162.2.2次梁l2182.2.3次梁l3202.2.4次梁l4222.2.5次梁l5232.2.6次梁l6252.2.7次梁l726三.框架结构布置方案283.1结构布置方案及结构选型见图3-1283.1.1结构承重方案选择283.1.2主要构件选型及尺寸初步估算283.2荷载标准值计算303.2.1永久荷载303.2.2竖向可变荷载353.2.4水平地震作用计算373.3荷载作用下框架的内力分析393.3.1恒荷载作用下框架的内力分析393.3.2活荷载作用下框架的内力计算423.3.3风荷载作用下内力分析。463.3.4地震作用下内力分析4987 四.内力组合534.1梁内力组合534.2柱内力组合58五.截面设计635.1梁截面设计635.1.1正截面受弯承载力计算635.1.2斜截面受弯承载力计算655.2柱截面设计675.3楼梯板计算725.3.1设计资料:725.3.2  荷载计算735.3.3截面设计745.3.4平台板计算755.3.5.平台梁B1计算76六.基础设计786.1基础设计786.2抗冲切检验796.3配筋计算80致谢8387 一设计任务书1.1设计任务书设计题目——兰州市某住宅楼建筑结构设计(方案三)一设计题目某住宅楼结构设计二设计任务及要求根据所提供的建设要求,通过调查及搜集有关技术资料,进一步确定平面设计,正确选择结构方案,完成指定设计题目的扩大初步设计,并提出规定的设计文件。通过毕业设计使学生初步掌握建筑设计、结构设计的一般原则、步骤和方法,能综合运用已学过的知识,培养综合分析问题、解决问题的能力,以及相应的设计技巧,同时还将培养设计工作中实事求是、严格、准确的科学态度和工作作风。三设计依据(一)建筑物建于兰州市内(位于北纬36°5’,东经103°50’)。(二)使用要求:建筑等级为丙类建筑,总建筑面积约7000,要求一梯两户,每套房间面积大于90平米。规划两室两厅,或三室两厅以上,每套均为两卫,其中主卧设一卫。(三)地震设防烈度:8度第二组,场地为II类。(四)耐火等级:II级(五)地基承载力:180Kpa。(六)自然气候条件1基本风压:50年一遇基本风压0.302基本雪荷载:50年一遇基本雪荷载0.15四建筑设计部分(含图纸及有关设计文件要求):1中英文摘要2设计总说明(订于设计计算书前);3平面图:底层平面图、标准层平面图、顶层平面图;4立面图:要求绘正、背、侧立面图各一个;5楼梯间详图、楼梯剖面图;6屋面防水系统图7建筑设计部分所用时间约2周~3周87 五结构设计部分要求学生通过毕业设计,初步掌握对有防震设防要求的多高层类型房屋的结构选型、结构布置、结构计算全过程,从而使学生对有防震设防要求的多高层结构具有一定的设计能力。学生应完成的设计任务如下:1、设计计算部分:(1)荷载及重力荷载代表值组集(2)在地震荷载作用下弹性层间及整体位移验算(3)在竖向荷载作用下构件的内力(M、N、V)(4)在地震荷载作用下框架梁柱的内力(M、N、V)(5)内力组合(6)各构件、及现浇楼板的截面设计和配筋计算(7)基础设计计算2、图纸部分:(1)柱网图;(2)框架梁、柱、楼板、剪力墙尺寸及配筋图;(3)基础尺寸及配筋详图3、设计文件要求:1)要求计算书计算步骤明确,书写清楚,计算草图完整清晰;2)要求图纸内容表达正确,尺寸齐全,线条分明,团面整洁,字体端正。结构设计部分所用时间约8周~9周。指导教师:系负责人签字:学院负责人签字:87 1.2工程设计概况1.2.1建设项目名称兰州市某住宅楼建筑结构设计(方案三)1.2.2建设地点兰州市内(位于北纬36.5,东经103.5),场地平整,地势平坦,1.2.3设计资料1.2.4地基承载力:180KPa1.2.5气候条件(1)基本风压:50年一遇基本风压0.30KN㎡(2)基本雪荷载:50年一遇基本雪荷载0.15KN㎡1.2.6.抗震设防要求8度第二组,场地为ⅱ类。1.2.7耐火等级:11级87 1.3摘要兰州市某小区住宅楼建筑结构设计(方案三)摘要:本设计为住宅楼设计,属于民用公共建筑,为钢筋混凝土框架结构。工程批准总建筑面积约5000平方米,拟建6层。户型为一梯两户,三室两厅两卫一厨。建筑标准为防火等级Ⅱ级,抗震设防为8度。计算过程为:通过拟定的截面尺寸与建筑设计确定的形体材料,在计算自重荷载的基础上,组合活荷载,用弯矩二次分配法计算了重力荷载下框架的内力。然后再考虑地震荷载作用水平方向的效应;按八度二组0.2g的加速度用能量法或经验计算公式计算出结构基本周期的近似值,再用底部剪力法计算出作用在结构各楼层上的水平地震力,再以截面和用料为基准计算的框架刚度为分配系数用D值法计算出各个柱上的剪力,又用反弯点法计算出柱的弯矩和各梁的弯矩,在用强柱弱梁、强剪弱弯原则对地震作用效应调整,得出所有内力。在竖向重力荷载与地震水平荷载下,再综合考虑风荷载、雪荷载,进行最不利荷载组合,求出最不利组合下的内力。最后按该内力进行配筋计算。关键词:教学楼框架结构荷载内力组合配筋AdistrictlanzhoucityresidentialbuildingstructuredesignLiHaijin87 Gansuagriculturaluniversityinstituteoftechnology(09civilgansulanzhou730070)Abstract:Thisdesignfortheresidentialbuildingdesign,belongtocivilpublicbuildings,forreinforcedconcreteframestructure.Engineeringapprovalatotalconstructionareaof5000squaremeters,planned6layers.Modelforaladdertwofamilies,threeroomstwohalltwowhoakitchen.BuildingstandardsforfirepreventionlevelⅡ,seismicfortificationto8degrees.Calculationprocessis:throughdrawingupandformofarchitecturaldesigntodeterminethesectionsizeofmaterials,basedonthecalculationofthegravityload,liveload,thegravityloadwascalculatedbythebendingmomentsecondary,distributionmethodundertheframeworkoftheinternalforces.Thenconsidertheeffectofhorizontalearthquakeload;Accordingtothebelow2setof0.2gaccelerationusingtheenergymethodorexperienceformulatocalculatethestructurethebasiccycleofapproximation,withthebottomshearmethodtocalculatetheeffectonthestructurefloorsofhorizontalseismicforce,takethebenchmarkcalculationofcrosssectionandmaterialstiffnessoftheframeworkoftheuseDvaluemethodtocalculatethedistributioncoefficientforeachcolumnshear,andinflectionpointmethodtocalculatethecolumnofthebendingmomentandbendingmomentofeachbeamwithstrongcolumnweakbeam,strongshearweakbendingadjustmentprincipleofseismicactioneffect,allinternalforceareobtained.Undertheverticalgravityloadsandseismichorizontalload,andconsideringthewindload,snowload,forthemostunfavorableloadcombination,findoutthemostunfavorablecombinationofinternalforces.Finallyaccordingtotheinternalforceofreinforcementcalculation.Keywords:buildingframestructurereinforcementloadinternalforcecombination二.楼盖设计2.1设计资料(1)荷载计算恒荷载标准值:小计3.57kN/m287 活荷载标准值:小计2.0kN/m2恒荷载设计值:g=1.2×3.57=3.57kN/m2,活荷载设计值:q=1.4×2.0=2.8kN/m2合计:g+q=3.57+2.8=7.084kN/m2(2)荷载分组a.计算多跨连续双向板跨中最大正弯矩:恒载满布,活载采用棋盘式布置。此时,对称荷载,反对称荷载b.计算各中间支座最大负弯矩时,恒、活载均满布,(3)计算跨度中间跨:(轴线间距离)边跨:87 2.2楼盖的结构平面布置(见图2-1)(1)板的布置图:(见图2-2)图3.3.4连续双向板的计算图示87 (2)弯矩计算①以区格板A1为例,四边固定。图3.3.5四边固定板(确定用双向板理论计算)在对称荷载作用下为四边固定,查《混凝土结构设计》附表2-4得,,,在反对称荷载作用下为四边简支,查附表2-1得,。跨内最大正弯矩:,,支座最大负弯矩:②其他区格板如下表87 区格A1B11.84.54.24.2跨内正弯矩计算简图在对称荷载作用下状态四边固定三固一简系数在反对称荷载作用下状态四边简支四边简支系数`5.8371.3496.1072.51687 支座负弯矩计算简图状态四边固定三固一简-12.125-8.757表3.3.1楼面板弯矩值计算表区格C1D13.34.54.22.7跨内正弯矩计算简图在对称荷载作用下状态三固一简二固二简系数在反对称荷载状态四边简支四边简支87 作用下系数7.1342.3547.6053.781支座负弯矩计算简图状态三固一简二固二简-15.715-11.685区格E1F13.33.31.84.5跨内正计算简图87 弯矩在对称荷载作用下状四边固定三固一简态系数在反对称荷载作用下状态四边简支四边简支系数`12.3988.23114.04410.711支座负弯矩计算简图状态四边固定三固一简-27.301-23.56387 1配筋计算截面有效高度:支座截面有效高度取,跨中截面短跨方向取,在长跨方向取。考虑到连续板的内拱作用,对A1、E1中间区格板及A1-A1、A1-E1支座弯矩减少20%,其余均不予折减。为便于计算,近似取,则。截面配筋计算结果及实际配筋列于下表。板:采用C25混凝土,钢筋采用HPB235。构造要求:板厚时,钢筋用φ6、φ8、φ10、φ12,间距为。(《混凝土结构设计》p52)。对于支座负钢筋为便于施工架立,宜采用较大直径。表3.3.2楼面板配筋表截面选配钢筋实配面积跨中A1区格方向2.494100125φ6@200141方向1.0429058φ6@200141B1区格方向8.352100465φ10@170462方向3.71690207φ6@130218C1区格方向3.434100172φ6@160177方向1.3039073φ6@200141D1区格方向9.844100493φ10@160491方向4.95390276φ8@170279E1区格方向2.942100124φ6@200141方向0.7189040φ6@160141F1区格方向12.001100602φ10@130604方向10.76990600φ10@13060487 支座A1-A1-2.984100150Φ6@180157A1-B1-10.378100520φ10@150523A1-C1-3.73100187Φ6@150189A1-E1-2.984100592Φ6@180157B1-B1-14.370100720φ12@150754B1-D1-18.625100934Φ12@120942D1-F1-24.3161001219Φ12@901257C1-E1-13.848100694φ12@160707E1-F1-21.8571001096φ12@10011312屋面板设计(弹性理论)1)荷载计算恒荷载标准值:小计5.72kN/m2活荷载标准值:小计0.5kN/m2恒荷载设计值:g=1.2×5.72=6.86kN/m2活荷载设计值:q=1.4×0.7=0.7kN/m2合计:g+q=6.86+0.7=7.56kN/m22)荷载分组a.计算多跨连续双向板跨中最大正弯矩:恒载满布,活载采用棋盘式布置。此时,对称荷载,反对称荷载b.计算各中间支座最大负弯矩时,恒、活载均满布,3)计算跨度中间跨:(轴线间距离)边跨:87 4)弯矩计算表3.3.3屋面板弯矩值计算表区格C1D13.34.52.72.7跨内正弯矩计算简图在对称荷载作用下状态三固一简二固二简系数在反对称荷载作用下状态四边简支四边简支系数2.4518.6640.5082.62387 2.5539.1890.9984.356支座负弯矩计算简图状态三固一简二固二简-5.443-18.663-3.883-13.434区格E1F13.33.32.74.2跨内正弯矩计算简图在对称荷载作用下状态四边固定三固一简系数87 在反对称荷载作用下状态四边简支四边简支系数`3.23610.2230.2096.4193.27811.5070.8568.464支座负弯矩计算简图状态四边固定三固一简-5.926-24.771-3.871-21.380(2)配筋计算截面有效高度:支座截面有效高度取,跨中截面短跨方向取,在长跨方向取。考虑到连续板的内拱作用,对A1、E1中间区格板及A1-A1、A1-E1支座弯矩减少20%,其余均不予折减。为便于计算,近似取,则。截面配筋计算结果及实际配筋列于下表。87 表3.3.4屋面板配筋表截面选配钢筋实配面积跨中A1区格方向2.16100108φ6@200142方向0.969053φ6@200142B1区格方向13.126100658φ12@160707方向3.5190195φ8@200252C1区格方向2.56100128φ6@200142方向0.9989056φ6@200141D1区格方向9.19100460φ10@160491方向4.3690243φ8@200252E1区格方向2.62100131φ6@180157方向0.6889038φ6@180157F1区格方向11.507100577φ12@150754方向8.46490471φ10@130604支座A1-A1-3.11100156Φ6@140202A1-B1-9.946100499φ10@150523板:采用C25混凝土,钢筋采用HPB235。构造要求:板厚时,钢筋用φ6、φ8、φ10、φ12,间距为。(《混凝土结构设计》p52)。对于支座负钢筋为便于施工架立,宜采用较大直径。2.2次梁的设计次梁布置平面图(2-4)87 2.2.1次梁l1次梁l1跨度2700mm次梁截面高度h=l/18~l/12=2700/18~2700/12=150mm~225mm,取h=250mm,截面宽度取b=120mm。1)荷载设计值KN/m板传来的荷载+=11.74kN/m次梁自重0.2×(0.25-0.1)×25×1.2=0.54kN/m次梁粉刷0.02×[(0.25-0.1)×2+0.2]×17×1.2=0.2kN/m则荷载总设计值g+q=12.48kN/m2)内力计算弯矩设计值:跨中支座剪力设计值:跨中支座3)正截面受弯承载力计算跨中按T形截面计算翼缘宽度的确定如下:取,,三者中的最小值,即==833mm混凝土强度等级为C30,fc=14.3N/mm2,ft=1.43N/mm2。纵向受力钢筋采用HRB335,fy=300N/mm2;箍筋采用HPB235,fyv=210N/mm287 故跨中为第一类T形截面,可按矩形截面进行计算Asmin=120×250×max{0.2%,0.45×1.43/300}=64.4mm2跨中:配置316(As=804mm2)支座:配置312(As=339mm2)4)斜截面受剪承载力计算①验算截面尺寸,,由下式可知截面尺寸满足要求②计算所需箍筋采用Φ6双肢箍筋,计算截面尺寸由,得故根据构造确定箍筋间距,取s=200mm87 2.2.2次梁l2次梁l2跨度4.2m,次梁截面高度取h=350mm,截面宽度取b=150mm。1)荷载设计值(见表2-4)表2-4端支座端支座M(KN.m)端支座M(KN.m)集中荷载处M(KN.m)(KN)(KN)(KN)(KN)1作用下-6.3-3.75.6103.53.5-5.12作用下-10.6-10.64.615.615.615.63.43作用下-13.8-21.716.712.324.124.124.14作用下-17.8-17.87.52626245.8总计-48.5-50.834.463.969.243.228.2注释:1-----板传来荷载2-----板传来荷载3----次梁传来荷哉4---墙体及梁自重2)正截面受弯承载力计算跨内按T形截面计算翼缘宽度=1110mm,h0=285mm故跨中为第一类T形截面,可按矩形截面进行计算Asmin=150×315×max{0.2%,0.45×1.43/300}=101mm2跨中:配置212+114(As=427mm2)支座:87 配置316(As=604mm2)3)斜截面受剪承载力计算①验算截面尺寸,,由下式可知截面尺寸满足要求②计算所需箍筋采用Φ6双肢箍筋,计算截面尺寸由,得mm故根据构造确定箍筋间距,取s=200mm2.2.3次梁l3次梁l2跨度2.7m,次梁截面高度取h=350mm,截面宽度取b=150mm。1)荷载设计值KN/m板传来的荷载+=11.21kN/m87 次梁自重0.2×(0.25-0.1)×25×1.2=0.54kN/m次梁粉刷0.02×[(0.25-0.1)×2+0.2]×17×1.2=0.2kN/m墙体自重13.1kN/m则荷载总设计值g+q=24.3kN/m内力计算端点:M=38.6kN/m,V=0支座:V=52.7kN/m2)正截面受弯承载力计算跨内按T形截面计算翼缘宽度=1110mm,h0=315mmM=38.6KN/m,故跨中为第一类T形截面,可按矩形截面进行计算Asmin=150×315×max{0.2%,0.45×1.43/300}=101mm2支座:配置212+116(As=427mm2)跨中:=0.012204312(As=339mm2)3)斜截面受剪承载力计算①验算截面尺寸,,由下式可知截面尺寸满足要求87 ②计算所需箍筋采用Φ6双肢箍筋,计算截面尺寸由,得mm故根据构造确定箍筋间距,取s=200mm2.2.4次梁l4次梁l2跨度1.8m,次梁截面高度取h=350mm,截面宽度取b=150mm。1)荷载设计值(见表2-5)表2-5端支座端支座M(KN.m)端支座M(KN.m)集中荷载处M(KN.m)(KN)(KN)(KN)1作用下5.225.38.74.135.948.52作用下25.525.512.837.337.303作用下12.110.68.417.91212总计42.861.429.959.385.260.5注释:1-----板传来荷载2墙体及梁自重3----次梁传来荷哉2)正截面受弯承载力计算跨内按T形截面计算翼缘宽度=1110mm,h0=285mm故跨中为第一类T形截面,可按矩形截面进行计算Asmin=150×315×max{0.2%,0.45×1.43/300}=101mm2支座A:87 跨中:支座C:配置316(As=604mm2)3)斜截面受剪承载力计算①验算截面尺寸,,由下式可知截面尺寸满足要求②计算所需箍筋采用Φ6双肢箍筋,计算截面尺寸由,得mm故根据构造确定箍筋间距,取s=200mm3)次梁l387 2.2.5次梁l5跨度4.5m,次梁截面高度取h=350mm,截面宽度取b=150mm。1)荷载设计值2次梁自重0.2×(0.25-0.1)×25×1.2=0.54kN/m次梁粉刷0.02×[(0.25-0.1)×2+0.2]×17×1.2=0.2kN/m墙体自重13.1kN/m则荷载总设计值g+q=28.8/m内力计算支座:M=41.7kN/m支座:20.9kN/m支座:V=50.9kN/m2)正截面受弯承载力计算跨内按T形截面计算翼缘宽度=1110mm,h0=315mmM=38.6kN/m,V故跨中为第一类T形截面,可按矩形截面进行计算Asmin=150×315×max{0.2%,0.45×1.43/300}=101mm2支座:配置314(As=427mm2)跨中:=0.0140.01487 220mm2312(As=339mm2)3)斜截面受剪承载力计算①验算截面尺寸,,由下式可知截面尺寸满足要求②计算所需箍筋采用Φ6双肢箍筋,计算截面尺寸由,得mm故根据构造确定箍筋间距,取s=200mm2.2.6次梁l6跨度3.3m,次梁截面高度取h=250mm,截面宽度取b=120mm。1)荷载设计值2则荷载总设计值11.8kN/m内力计算支座:M=8.3kN/m跨中:4.1kN/m支座:V=17kN/m2)正截面受弯承载力计算跨内按T形截面计算翼缘宽度=833mm,h0=215mm87 故跨中为第一类T形截面,可按矩形截面进行计算Asmin=120×215max{0.2%,0.45×1.43/300}=51.6mm2由上可知构造配筋3)斜截面受剪承载力计算①验算截面尺寸,,由下式选用3Φ12339mm2可知截面尺寸满足要求②计算所需箍筋采用Φ6双肢箍筋,计算截面尺寸由,得mm故根据构造确定箍筋间距,取s=200mm2.2.7次梁l7跨度4.2m,次梁截面高度取h=350mm,截面宽度取b=150mm。1)荷载设计值荷载总设计值15.7kN/m内力计算支座:M=23kN/m跨中:M=11.5kN/m支座:V=33kN/m2)正截面受弯承载力计算跨内按T形截面计算翼缘宽度=833mm,h0=215mm故跨中为第一类T形截面,可按矩形截面进行计算Asmin=150×315max{0.2%,0.45×1.43/300}=51.6mm2由上可知构造配筋3)斜截面受剪承载力计算①验算截面尺寸87 ,,由下式选用3Φ12339mm2可知截面尺寸满足要求②计算所需箍筋采用Φ6双肢箍筋,计算截面尺寸由,得mm故根据构造确定箍筋间距,取s=200mm87 三.框架结构布置方案3.1结构布置方案及结构选型见图3-13.1.1结构承重方案选择根据建筑功能要求以及建筑施工的布置图,本工程确定采用框架承重方案,框架梁、柱布置参见结构平面图。3.1.2主要构件选型及尺寸初步估算1.主要构件选型(1)梁﹑板﹑柱结构形式:现浇钢筋混凝土结构(2)墙体采用:砖墙砌块(3)墙体厚度::外墙370mm,内墙240mm(4)基础采用:柱下独立基础2.梁﹑柱截面尺寸估算(1)主要承重框架:因为梁的跨度较接近(5600,6000),可取跨度较大者进行计算.取L=6000h=(1/10~1/15)L=500mm~400mm取h=500mm.b=250mm满足b>200mm且b/500/2=250mm故主要框架梁初选截面尺寸为:b×h=250mm×400mm(2)次要承重框架(见图3-1):图3-187 图3-1根据结构平面布置图,选定第(21)轴线作为计算单元.如图3-1所示框架梁跨度(按柱中心线确定)AC跨:6300mmCE跨:5400mm框架柱高度:取底层:H1=3000+450+550=4000mm其它层:H2=H3=H4=H5=H6=3000m框架计算简图如图(图3-2)87 ACE图3-23.1.3梁﹑柱惯性矩,线刚度,相对线刚度计算1.梁﹑柱惯性矩计算横向框架主梁:纵向框架主梁:柱2.梁﹑柱线刚度计算根据公式i=EI/l,可以得出梁﹑柱的线刚度如下(E=EC)梁:idc=2.66×109E/6000=4.43×105Eica=2.66×109E/5600=4.75×105E柱:底层i=8.45×105E标准层:i=10.25×105E3.梁﹑柱相对线刚度计算(图3-2)3.2荷载标准值计算3.2.1永久荷载1.作用于框架梁上的荷载1)屋面恒载87 三毡四油屋面防水层0.4kN/m21:3水泥沙浆找平层20mm0.4kN/m2水泥蛭石板保温层60mm0.12kN/m21:8水泥炉渣找坡80mm1.44kN/m21:3水泥沙浆找平层20mm0.4kN/m2现浇钢筋混凝土板80mm2.kN/m2板底抹灰20mm0.4kN/m2合计5.1kN/m22)楼面恒载水磨石地面0.65kN/m2现浇钢筋混凝土板80mm2..0kN/m2板底抹灰20mm0.4kN/m2合计3.05kN/m3)梁自重横向框架梁:2..5kN/m次要框架梁:2.kN/m4)柱自重上层柱:18.75/根底层柱柱:20.25kN/根5)墙自重及两面抹灰女儿墙:4.56KN/m两面抹灰:0.68kN/m共计:5.24kN/m2~6层:外墙标准层墙:20.3KN/mt内墙标准层墙:13.1KN/m底层:外墙标准层墙:28.12KN/m内墙标准层墙:28.12KN/m图3-32.作用在框架梁恒载计算楼面荷载分配按双向板进行荷载分配短向分配:5aq/8长向分配:(参见图3-3)87 A1=3(4.432-3.4)31.7=4.95m2=A3A2=33.431.7=2.89m2=A4C3=3(4.132-2.7)31.35=3.71m2=C1C2=32.731.35=1.82m2=C1D2=3(2.932-2.5)31.25=`2.06m2D2=32.531.25=1.56m2顶层:GA1=5.134.59=23.4KN=GA3GB1=5.130.3534.4=7.85KGl1=1.334.4=6.56KNGA2=5.132.29=14074KN=GA4GF=0.835.134.1=16.73KNGl8=0.7532.9=2.18KNGl2=1.334.1=5.74KNGc1=5.133.71=18.92KNGc2=1.8235.1=9.28KNGD2=5.132.06=10.51KNFm=[(Gl2+GA1+GA3+GF1)+(GA2+GB1+GL1+GA1)3]32=67.1KNFn=[(Gc2+Gd11+GD2+GC1+Gc3+GL4)+(GA2+GB1+GL1+GA1)3]32=64.44KNql3=1.3KN/m=ql9qA3=6.54N/mqam=6.5432+2.5=15.58N/mqmc=2.5KN/mD1:qD3=4.52N/mqCN=4.332+2.5=11.1N/mqEN=2.5+4.5232=11.54KN/m标准层:GA1=GA3=3.39×4.59=15.56KNGA2=3.39×2.89=8.0KN=GA4GB1=3.39×0.35+4.4=5.22KNGF1=3.39×0.8×4.1=11.12KNGL1=(13.1+1.3)×4.4=63.36KNGL8=(13.1+0.75)×2.9=40.17KNGL2=(13.1+1.3)×4.1=50.04KNGC1=3.39×3.71=12.58KNGC2=3.39×1.82=6.17KN`GD1=3.39×5.1=17.29KNGD2=3.39×1.56=5.29KNGE1=3.39×2.29×1.25=12.29KNFM=[(Gl2+GA1+GA3+GF1)+(GA2+GB1+GL1+GA1)3]32=116KN87 FN=[(Gc2+Gd11+GD2+GC1+Gc3+GL4)+(GA2+GB1+GL1+GA1)3]32=125.73KNqC2=××2.7×3.39=2.86KN/mqD1=0.669×1.95×3.55=4.631KN/mqA3=0.5×3.4×3.39=4.53KN/mqL3=14.4KN/mqC2=0.709××2.5×3.39=3KN/mqcn=14.4+2.86×2=20.12KN/m2.1.2.2恒荷载作用在框架柱上的集中荷载GL5′=4.1×(2.5+5.2)=25.52KNGL5=20.2+8.7=91.02KNGL9=14KNGL9=14.4+13.1×6=93.6KNGL5′=4.1×(2.5+5.2)=25.52KNGL5=20.2+8.7=91.02KNGL3′=6×2.5=15KNGL5=15+13.1×6=93.6KN顶层:FA=[(GA4′+GB1′+GA1+Gl1′)3+Gl5+GA4+GA5+Gl3++Fm3]/2=83.57KNFc=[(GA4′+GB1′+GA1+Gl1′)3+Gl5+GA4+GA5+Gl3++Fm3]/2=131.8KNFE=[(GA4′+GB1′+GA1+Gl1′)3+Gl5+GA4+GA5+Gl3++Fm3]/2=89.18K标准层:FA=188.89KNFc=185.18KNFE=230.9KNA′列柱:六层:F6=83.57KNF6′=98.27KN五层:F5=287.66KNF5′=F5+15.19=302.85KN四层:F4=491.94KNF4′=506.93KN三层:F3=695.82KNF3′=F3+15.19=711.11KN二层:F2=899.9KNF2=915.09KN一层:F1=1103.99F1′=1119.7KN87 C′列柱:六层:F6=130.8KNF6′=146.99KN五层:F5=332.17KNF5′=347.36KN四层:F4=532.54KNF4′=547.33KN三层:F3=732.91KNF3′=748.1KN二层:F2=933.28KNF2′=948.7KN一层:F1=1133.65KNF1′=1153.9KNE′列柱:六层:F6=89.18KNF6′=104.37KN五层:F5=335.27KNF5′=350.46KN图4恒荷载作用下框架的受荷简图(设计值)6300A0C02A1A3A2CC1C35400E0E2E13E125.73KNA45A36.2KN/m6A28.68KN/mC45C24.2KN/mC630.22KN/m4E5EE615.6KN/m15.6KN/m27.5KN/m67.1KN/m116KN/m36.2KN/m36.2KN/m36.2KN/m36.2KN/m116KN/m27.5KN/m116KN/m27.5KN/m116KN/m27.5KN/m116KN/m27.5KN/m125.73KN30.22KN/m125.73KN30.22KN/m125.73KN30.22KN/m125.73KN30.22KN/m四层:F4=581.36KNF4′=596.55KN三层:F3=827.45KNF3′=842.64KN二层:F2=1073.54KNF2′=1088.73KN一层:F1=1319.63KNF1′=1339.88KN3.2.2竖向可变荷载查荷载规范:楼面均布活荷载标准值为2.0kN/m2,上人屋面均布活荷载标准值为2.0kN/m2。A′C′跨:CM:q=5.13kN/mCN:q=3.38kN/mC′E′跨:NE:3.55kN/mFM'=[(1.89+1.69)31.5+(0.81+0.56)31.5+0.7533.331.5]=21.78kNFN=31.34kN87 FE=35kNFC=48.46kNFAM=17.5kN3.2.3风荷载标准值计算风压标准值计算公式为:w=βZμSμZω0本地区基本风压为:w0=0.30KNM楼高H>30m;地面粗糙类别为C类;风振系数:βZ=1+Hi/H3ξγ/μZ表3-1层次123456Hi(第i层距离室外地面的高度)3.456.459.4512.4515.4518.45H=32.25mB≈15mH/B≈2查表:脉动影响系数γ=0.59表3-287 离地面高度(m)z3.456.459.4512.4515.4518.45风压高度系数μZ0.40.590.70.770.850.91∵结构高度H=20.2<30m,故取βZ=1.0,μS=1.3表3-3z3.456.459.4512.4515.4518.45ωk0.340.500.590.650.720.77转化为集中荷载(受荷面与计算单元同)6层:FW6K=7.89KN5层:FW5K=.9.16KN4层:FW4K=8.43KN3层:FW3K=7.63KN2层:FW2K=6.7KN1层:FW1K=7.88KN(如图6所示)87 3.2.4水平地震作用计算1.重力荷载代表值(恒载+0.5活载)1)恒载屋面重力值:G面=2946K楼板重力值:G板=1985KN梁重力值:G梁=811K柱重力值:G上柱=731KNG底柱=789KN墙重力值:标准层G女儿墙=639KNG标墙=2480KNG底墙=3527KN底层600734/3=8009KN2.4.1.2活荷载Q=2.0348.9311.6=1155KN2.4.1.3重力荷载代表值G6=G板+G梁+G上柱/2+G女儿墙+G标墙/2=7767(不包括屋面活荷载)G5=G板+G梁+G上柱+G标墙+F活/2=10086KNG2=G3=G4=G5=10086KNG1=G板+G梁+G上柱/2+G底柱/2+G标墙/2+G底墙+F活/2=11115KN质点重力荷载代表值(见图3-7)图3-72)水平地震作用计算1.各层D值汇总(D单位:104kN/m)`计算过程见(表3-4)表3-4层次边柱(根)边柱D中柱(根)中柱D边柱(根边柱D∑D六131.29132.36131.3765.26五131.29132.36131.3765.26四131.29132.36131.3765.26三131.29132.36131.3765.26二131.29132.36131.3765.26一131.59131.99131.6267.22.顶点位移计算(将重力荷载代表值Gi作为水平荷载)uT=++++87 +=0.3033.基本自振周期S4.基本自振周期水平地震影响系数设计地震分组第一组,场地类别Ⅱ类,Tg=0.35s,地震加速度0.10g,多遇地震下αmax=0.085.结构底部剪力标准值6.各层水平地震作用标准值,故需考虑顶部附加地震作用δn=0.08T1+0.07=0.122顶部附加的集中水平地震作用为:ΔFn=δn·Fek=0.12232516=282.6KN7.各层水平地震层间剪力8.多遇地震下弹性层间位移计算过程见下表(3-5)表3-5楼层hi(m)Vi(kN)∑Di(104kN/m)Δue(m)θe[θe]六3803.765.260.001230.00041五31373.565.260.002100.0007四31836.565.260.002810.00094三32192.665.260.003360.00112二32441.965.260.003740.00125一42598.967.60.0038410.00096故满足要求87 3.3荷载作用下框架的内力分析3.3.1恒荷载作用下框架的内力分析恒荷载作用下框架的受荷简图如图所示1.横荷载作用下框架的弯矩计算1)梁的固端弯矩可按下面方法求得AC跨:顶层MA6C6=-67.134.4431.62/62=-21KNMC6A6=57.7NMA6C6=-46.8MC6A6=46.8KNMA6C6=36.8KNMC6A6=27.8KNAC标准层A6C6MA6C6=-36.3N·mMC6A6=99.7KN·mMA6C6=-82.5KN·mMC6A6=2.5KN·mMA6C6=-24.5KN·mMC6A6=18.5KN·m总计:MA6C6=-143.3N·mMC6A6=CE跨:标准层:MC5E5=-88.09ME5C5=88KN·mMC5E5=-88.4KN·mME5C5=88.4KN·m总计MC5E5=-176.4KN·mME5C5=176.4KN·m顶层MC6E6=-45.1KN·mME6C6=45.1KN·mMC6'E6'=-108.3KN·mME6'C6'=108.3KN·m1.梁的跨内最大弯矩的求法。CE跨C6E6段弯矩的求法:QC6E6=32.22KNQE6C6=32.22KNQC6E6=67.78KNQE6C6=67.78KN87 跨中K点弯矩M=76.7KNC5E5段弯矩:E5C5=62.8KNQE5C5=93.1KNQC5E5=62.8KNQE5C5=93.1KN跨中K点弯矩Mk=131.4KN·m恒载作用下的弯矩图(见图3-9)87 2.恒载作用下框架的剪力计算由简图和推导公式进行计算87 3.恒荷载作用下框架的轴力计算(见图3-11)3.3.2活荷载作用下框架的内力计算1.楼面活载作用下框架的内力计算由于楼面活载<4.0KN/m2,故按活载满布的情况计算。为减小误差,将最终结果中,梁的跨中弯矩扩大1.2倍,支座弯矩不变。1)楼面活载作用下框架的弯矩计算EC跨:MCE=-31KN·mMEC==31KN·mAC跨:MAC=-21.72KN·mMCA=29.99KN·m87 弯矩二次计算图如图所示:上柱下柱左梁右梁上柱下柱左梁右梁下柱上柱0.6980.3020.2280.5270.2450.2960.704-31.730.2-313122.179.590.180.420.2-9.18-21.826.530.094.80.06-4.59-9.18-21.82-4.62-2-0.06-0.014-0.0722.75-22.7524.08-24.0835.120.32-35.440.831.980.4110.4110.1780.1490.3420.3420.1610.1880.4060.406-31.7630.2-313113.0513.055.660.120.280.280.12-5.82-12.58-12.5811.096.530.062.830.21-2.910.06-6.3-10.93-7.27-7.27-3.14-0.02-0.04-0.04-0.033.236.966.9616.9112.31-29.2233.130.450.24-33.8228.47-11.93-16.540.4110.4110.1780.1490.3420.3420.1610.1880.4060.406-31.7630.2-313113.0513.055.660.120.280.280.12-5.82-12.58-12.586.536.530.062.830.140.14-2.910.06-6.3-6.3-5.39-5.39-2.340.030.070.170.032.485.065.0914.1914.19-28.3833.180.490.49-33.7627.6-13.8-13.80.4110.4110.1780.1490.3420.3420.1610.1880.4060.406-31.7630.2-313113.0513.055.660.120.280.280.12-5.82-12.58-12.586.536.530.062.830.140.14-2.910.06-6.3-6.3-2.71-2.71-1.170.030.070.070.042.445.275.216.8717.34-34.2133.180.490.50-33.7728.39-14.7-13.690.4410.3680.1310.1180.3660.3660.170.2070.3630.43530.2-313187 -31.761411.696.070.130.290.240.14-6.26-11.25-13.496.530.073.040.14-3.130.07-6.3-2.91-2.43-1.26-0.2-0.30.07-6.317.629.26-26.8833.370.230.21-33.*9926.07-8.99-17.084.63A0.11B4.5C活荷载作用弯矩图见(图3-13)87 87 3.3.3风荷载作用下内力分析。采用D值法,其计算结果如下7.85KNα=0.127 `  α=0.232    α=0.135VA'=2.02KN  VC'=3.69KN  VE'=2.149.16KNα= 0.127   α= 0.232    α=0.135VA'=2.35KN  VC'=4.3KN  VE'=2.51KN8.43KNα= 0.127   α=0.232     α=0.135VA'=KN  VC'=3.96KN  VE'=2.3KN7.63KNα= 0.127   α=0.232    α=0.135VA'=KN  VC'=3.58KN  VE'=2.09KN6.7KNα=0.127   α= 0.232    α=0.135VA'=KN VC'=3.15KN  VE'=1.83KN7.85KNα=0.373 α=0.046   α=0.38VA'=KN VC'=3.01KN  VE'=2.46KN   A'  C' E'风荷载作用下:框架的内力值:柱上端弯矩:柱下端MF=yo=0.49  y1=y2=y3=0 yo=0.25  y1=y2=y3=0 yo=0.12y1=y2=y3=0y=0.09 1-y=0.51y=0.251-y=0.75y=0.121-y=0.88 yo=0.25  y1=y2=y3=0 yo=0.35 y1=y2=y3=0 yo=0.26y1=y2=y3=0y=0.25 1-y=75y=0.351-y=0.65y=0.261-y=0.74  87 yo=0.35 y1=y2=y3=0 yo=0.4 y1=y2=y3=0 yo=0.4y1=y2=y3=0y=0.35 1-y=0.65y=0.41-y=0.6y=0.41-y=6   yo=0.4 y1=y2=y3=0 yo=0.45 y1=y2=y3=0 yo=0.31y1=y2=y3=0y=0.4 1-y=0.6y=0.451-y=0.55y=0.311-y=0.69     yo=0.5 y1=y2=y3=0 yo=0.47 y1=y2=y3=0 yo=0.54y1=y2=y3=0y=0.51-y=0.5y=0.471-y=0.55 y=0.541-y=0.46   yo=0.8 y1=y2=y3=0 yo=0.65 y1=y2=y3=0 yo=0.79y1=y2=y3=0y=0.8 1-y=0.2y=0.651-y=0.35 y=0.791-y=0.21    风荷载作用下框架的弯矩计算87 3.2.2.2风荷载作用下框架的剪力计算87 3.3.4地震作用下内力分析157KNα=0.127 `  α=0.232    α=0.135VA'=15.9KN  VC'=29.1KN  VE'=16.92249.3KNα= 0.127   α= 0.232    α=0.135VA'=27.2KN  VC'=49.7KN  VE'=28.8KN356.1KNα= 0.127   α=0.232     α=0.135VA'=38.3KN  VC'=66.4KN  VE'=38.6KN463KNα= 0.127   α=0.232    α=0.135VA'=43.4KN  VC'=79.3KN  VE'=46.1KN569.8KNα=0.127   α= 0.232    α=0.135VA'=48.3KN VC'=88.3KN  VE'=51.3KN803.78KNα=0.373 ∑D=14298α=0.046   α=0.38VA=51.4KN VC'=94KN  VE'=54.6KN   A'  C' E'yo=0.49  y1=y2=y3=0 yo=0.25  y1=y2=y3=0 yo=0.12y1=y2=y3=0y=0.09 1-y=0.51y=0.251-y=0.75y=0.121-y=0.88 yo=0.25  y1=y2=y3=0 yo=0.35 y1=y2=y3=0 yo=0.26y1=y2=y3=0y=0.25 1-y=75y=0.351-y=0.65y=0.261-y=0.74  87 yo=0.35 y1=y2=y3=0 yo=0.4 y1=y2=y3=0 yo=0.4y1=y2=y3=0y=0.35 1-y=0.65y=0.41-y=0.6y=0.41-y=6   yo=0.4 y1=y2=y3=0 yo=0.45 y1=y2=y3=0 yo=0.31y1=y2=y3=0y=0.4 1-y=0.6y=0.451-y=0.55y=0.311-y=0.69     yo=0.5 y1=y2=y3=0 yo=0.47 y1=y2=y3=0 yo=0.54y1=y2=y3=0y=0.51-y=0.5y=0.471-y=0.55 y=0.541-y=0.46   yo=0.8 y1=y2=y3=0 yo=0.65 y1=y2=y3=0 yo=0.79y1=y2=y3=0y=0.8 1-y=0.2y=0.651-y=0.35 y=0.791-y=0.21    地震荷载作用下:框架的内力值:柱上端弯矩:柱下端弯矩:MF=yo=0.49  y1=y2=y3=0 yo=0.25  y1=y2=y3=0 yo=0.12y1=y2=y3=0y=0.09 1-y=0.51y=0.251-y=0.75y=0.121-y=0.88 yo=0.25  y1=y2=y3=0 yo=0.35 y1=y2=y3=0 yo=0.26y1=y2=y3=0y=0.25 1-y=75y=0.351-y=0.65y=0.261-y=0.74  yo=0.35 y1=y2=y3=0 yo=0.4 y1=y2=y3=0 yo=0.4y1=y2=y3=0y=0.35 1-y=0.65y=0.41-y=0.6y=0.41-y=687    yo=0.4 y1=y2=y3=0 yo=0.45 y1=y2=y3=0 yo=0.31y1=y2=y3=0y=0.4 1-y=0.6y=0.451-y=0.55y=0.311-y=0.69     yo=0.5 y1=y2=y3=0 yo=0.47 y1=y2=y3=0 yo=0.54y1=y2=y3=0y=0.51-y=0.5y=0.471-y=0.55 y=0.541-y=0.46   yo=0.8 y1=y2=y3=0 yo=0.65 y1=y2=y3=0 yo=0.79y1=y2=y3=0y=0.8 1-y=0.2y=0.651-y=0.35 y=0.791-y=0.21    地震作用下框架的弯矩计算图3-1887 3.2.3.2地震作用下框架的剪力计算87 四.内力组合本章中单位统一为:弯矩kN∙m,剪力kN,轴力kN。根据前面第四至八章的内力计算结果,即可进行框架各梁柱各控制截面上的内力组合,其中梁的控制截面为梁端柱边及跨中,由于对称性,每层梁取5个控制截面。柱分为边柱和中柱,每根柱有2个控制截面。内力组合使用的控制截面标于(图4-1)。4.1梁内力组合1)计算过程见下页表中,弯矩以下部受拉为正,剪力以沿截面顺时针为正注:(1)地震作用效应与重力荷载代表值的组合表达式为:其中,SGE为相应于水平地震作用下重力荷载代表值效应的标准值。而重力荷载代表值表达式为:Gk——恒荷载标准值;Qik——第i个可变荷载标准值;ΨQi——第i个可变荷载的组合之系数,屋面活荷载不计入,雪荷载和楼面活荷载均为0.5。考虑到地震有左震和右震两种情况,而在前面第八章计算地震作用内力时计算的是左震作用时的内力,则在下表中有1.2(①+0.5②)+1.3⑤和1.2(①+0.5②)-1.3⑤两列,分别代表左震和右震参与组合。87 因为风荷载效应同地震作用效应相比较小,不起控制作用,则在下列组合中风荷载内力未参与,仅考虑分别由恒荷载和活荷载控制的两种组合,即1.35①+1.4×0.7③和1.2①+1.4③1)内力组合计算表(见表4-1)表4-1楼层截面恒荷载活荷载(屋面布活载)地震荷载(左震)MVMVMV六1-49.396.5-14.418.713.1-4.46267.127.5-0.93-94.7-121.7.-21.1-26.45-14.9-4.464-77.5100-21.325.3949.5-8.559231.8-18.26-50.9-100-13.7-25.39-13.2-8.5五1-83.4122.6-17.518.711.7-3.782-73.925.70.43127.1-185.7-19.9-26.45-11-3.784-124.2155.9-20.325.39125157.729.4-0.6-3.786-91.9-155.9-17.115.67-13.2-4.5四1-38.9122.61725.3926.5-10.63281.125.7-5.4-3-126.9-185.7-299-26.45-37.3-10.634-117155.9-20.3-20.320.5-12.7149.929.49.36-93-155.9-16.6-16.6-11-12.7三1-38.9122.61725.3926.5-10.63281.125.7-5.4-87 3-126.9-185.7-299-26.45-37.3-10.634-117155.9-20.3-20.320.5-12.75149.929.49.36-93-155.9-16.6-16.6-11-12.7二1-78.1122.6-18.919.322.2-9.85278.125.7--7.5-9.853-126.9-185.7-19.9-27.1-36.9-11.274-197.6155.9-20.325.939.85149.929.48.36-93.36-155.9-17-25.39-23.3-11.27一1-155.9122.6-16.118.721.7-10.37283.530.19.43-127.1-185.7-26.7-26.45-40.5-10.374-118.2155.9-20.425.943.35153.430.120.8-12.576-87.8-155.9-16-25.39-41.7-12.87表4-2楼层截面1.2活荷载+1.3地震荷载1.2恒荷载-1.3地震荷载MVMV六1-42.4109.2-76.521.6279.481.73-133-152.1-130.7-1404-28.7109-127.71325121.184.76-78.2-131.1-51.8-119.3五1-84.9142.2-115.3-140289.288.23-166.8-227.8-138.2-227.84-133.4181.2.5-164.6192.987 5188.5190.16-127.4-192.9-93.08-181.2四1-72.2133.3-24.5-182.2290.3104.33-200.8-236.7-177.5-20.94-100.3170.6167.8203.65192-97.36-125.9-203.6-122.6170.6三1-72.2133.3-24.5-182.2290.3104.33-200.8-236.7-177.5-20.94-100.3170.6167.8203.65192-97.36-125.9-203.6-122.6170.6二1-60.9134.5-122.6-155.9284103.53-200.3-235.6-104.3-2104-185.4172.4-288.9201.75169.1169.16-142.3-20.1616-81.7-172.4一1-118.9133.6-140.2-172.42128.4723-205.2-235.390.9-209.44-85.6170.7-188.1203.45185.1183.46-159.6-203.8-51.2-132.887 表4-3梁内力组合计算表(续)楼层截面1.35恒荷载+1.4×0.7活荷载1.2恒荷载+1.4活荷载MmaxMmin|Vmax|MVMV六1-80.9148.6-79.6--142-42.4-80.9148.62117.511911979.43-148.5-190.2-13405-175.6-130.7-148190.241-125.5159.9-122.8155.5-28.7-127.7159.95155.4154.9155.484.76-82.1-159.9-80.3-154.3-51.8-82.1159.9五1-129.7198.5-124.6173.3-84.9-129.7198.52125124.788.21253-199.4-277.6-180.4-259.9-138.2-194.4276.64-187.6235.3-177.5222.6-133.4-187.6235.35241.7230.424107-188.56-140.8-235.3-134.2-222.6-24.5-140.8235.3四1-69.2183.8-70.5173.3-24.5-69.2193.82134.7133.3134.790.33-190.8-276.6180.1259.9-103.8-200.8276.64-177.8235.8-168.8217.4-100.3-177.8235.85231.2221-231.2167.86-141.8-235.3134.8-222.6-97.3-141.8235.3三1-69.2183.8-70.5173.3-24.5-69.2193.82134.7133.3134.790.33-190.8-276.6180.1259.9-103.8-200.8276.64-177.8235.8-168.8217.4-100.3-177.8235.85231.2221-231.2167.86-141.8-235.3134.8-222.6-97.3-141.8235.3二1-124194.5-134.8174.1-12484174.12130.6129.7130.6-200.33-190.8-227.3-180.1-250.7-104.3-288.9227.387 4-286.7235.8-265.5223.3-185.4169.1235.85231.2221231.2-142.76-142.7-235.8-135.8-222.6-81.7-140.7235.3一1-115.4-188.8-111.1-173.3-115.4-140.7227.32142.2142.3142.272235.83-197.8-276.6-189.9-259.9-189.9-235.34-179.6235.8-170.4233.3-85.6-188.1235.85236.6226.2236.61836-134.2-235.8-117.8-222.6-51.2-159.6235.84.2柱内力组合1)计算过程见下表,弯矩以顺时针为正,轴力以受压为表4-4柱内力组合计算表楼层柱截面恒荷载活荷载地震荷载MNMNMN六A283.8196.524.0818.7-13.1-4.67169.04115.316.9118.7-11.7-4.67C214.5221.730.3251.84-49.53.8312.89240.50.4551.84-3.73.83E1-84.93100-22.7525.39-13.2-8.52-76.68118.8-16.5425.39-13.2-8.5五A261.99237.912.3137.4-34.3-8.45164.89256.614.1937.4-3.6-8.45C27.45563.310.24103.65-20.74.5518.28582.10.49103.65-364.55E1-76.58255.9-11.9350.78-35.5-132-77.53274.7-12.5850.78-1.2-1387 四A264.89379.214.1956.1-14.1-14.55164.8939814.1956.1-9.6-14.55C28.28904.90.49155.52-18.55.4618.28923.60.49155.52-33.15.46E2-77.53411.8-13.876.2-12.2-20.11-76.5430.6-13.876.2-13.9-20.1三A264.89520.614.1974.8-16.9-25.18164539.314.1974.8-22.2-25.18C28.281246.50.49201.4-44.47.5318.191265.70.49207.4-21.77.53E2-77.53567.7-13.8101.6-17-32.751-76.5586.5-13.8101.6-2.7-32.75二A264.15643.617.3493.5-21.2-35.03180.51661.916.8793.5-20-35.03C28.451508.10.49259.2-558.9519.881606.80.23259.2-30.38.95E2-79.1723.6-14.07127-20.4-44.021-76742.8-17.08127-25.2-44.02一A242.57784.59.26112.2-0.7-45.4121.29803.34.63112.2-143.5-45.4C24.91929.60.21311-53.211.212.451948.40.11311-205.211.2E2-50.26879.5-8.99152.3-41.7-55.891-50.13898.3-4.03152.3-163.9-55.8987 表4-5柱内力组合计算表楼层柱截面1.2恒荷载+1.3地震荷载1.2恒荷载-1.3地震荷载1.35恒荷载+1.4×0.7活荷载MNMNMN六A283.5109.7117.6111.8136.7148.6167.6132.3108144.4109.8174C2-47271.181.7261199350.11-1.3283.68.32273.64.3375.5E2-119.1109-84.8138-136.9159.91-109.2131.5-74.9151.5-119.7185.3五A229.8274.5119294.595.8357.8173.2296.982.6316.9101.5383.1C2-25.8681.943.6670.110.3862.11-36.9704.356.7792.511.7887.8E-138290.2-45.7324-115.1395.2-94.6312.7-91.5346.5117420.6四A259.543696.2473.9101.5566.9165.4458.790.4495.5101.5592.3C2-141109334107911.713741-331115.453.11101.411.71399.2E2-108.9468-77.2520-118.2630.61-109.9490.6-73.9542.6-116.8656三A255.964499.8709.5101.5776.1147.9614.4105.6679.9100.3801.4C2-47.8148667.6146611.7188.61-18150920.4149111.71911.9E2-115.1638.7-71.1723.818.2865.91-95.6661-88.1746-116.9891.3A249.4726.8104.5817.8103.6960.587 170.6748.8122.6839.8125.2985.2C261.41894.981.671.711.923981-28.21939.851.9191613.62403E2-121.4811.1-68925.5-120.51101.31-124843.2-55.9948.6-119.31127.2一A250.1882.451.9100065.511691-161904.9212.11112.933.31194C2-63.323017522736.829101-263.82323.5269.72294.53.41935E2-114.5983.1-6.11427.5-7613371-273.61005.7152.51449.5-71.61362表4-6柱内力设计值汇总楼层柱1.2恒荷载+1.4活荷载截面|M|max,NNmax,MNmin,MMNMNNmaxMMN六A134.21422136.7148.6148.6134.2109.783.5106.5164.51109.8174174109.8132.3108C17.8333.7281.7261350.119.9271.1-474.1361.218.32273.6375.54.3273.68.32E-133.8155.52136.9159.9159.9-136.9109--118.1-115.2178.11119.7185.3185.3-119.7131.5-10.92A91.6337.62119294.5357.895.8274.529.897.7360.3197.7360.3383.1101.5296.973.2C9.3821.1243.6670.1862.1103670.143.610.6843.61567792.5843.610.6704.3-31.9E-108.6378.22115.1395.2395.2-115.1290-128-110.6400.71117420.6420.6117312.7-94.6四A97.7533.62101.5561.9566.9101.543659.597.7566.11106.5592.3592.3101.5458.765.487 C11.81303.6234107.9137411.7109.3-14.111.81326.1153.111011399.211.71115.4-33E-112.3600.82112.3600.8630.6-118468-103.9-110.2623.31110.2623.3656-116.8490.6-109.9三A96.3729.42101.5776.1776.1101.564455.995.8751.91100.3801.4801.4100.3614.447.9C10.61786.2267.61466188611.7148667.610.21808.7120.411911911.911.7149120.4E-112.2823.52115.1638.7865.918.2636.7-115.1-111.2846195.6661891.3-116.9891.3-116.9二A101.3903.22104.5817.8960.5103.6726.449.4120.2925.71122.6839.8985.2125.2748.870.6C10.82269.3281.61871239811.91594.961.412.22291.8151.91916240313.61919.8-28.2E-114.51046.12121.4811.11101.3-120.5811.1-121.4-115.71048.61124834.21127.2-119.3834.2-124一A641098.5265.51109110965.5882.450.1721121.11212.11194119433.3904.9-167C6.22750.9275291029106.82272753.12773.41269.7293529353.42294.5289.7E-72.91266.62114.513371337-761208.6-72.9-65.81291.11273.613621362-71.61291.1-65.887 五.截面设计5.1梁截面设计5.1.1正截面受弯承载力计算1)已知条件混凝土强度等级选用C30,fc=14.3N/mm2,ft=1.43N/mm2。纵向受力钢筋选用HRB335(fy=f’y=300N/mm2),箍筋选用HRB235(fy=f’y=210N/mm2)。梁的截面尺寸为500mm×250mm,则h01=500-35=465mm2)构造要求(1)承载力抗震调整系数γRE=0.75(2)三级抗震设防要求,框架梁的混凝土受压区高度x≤0.35h0则x1≤0.35h01=0.35×465=147.75mm(3)梁的纵筋最小配筋率:支座:0.25%×250×465=290.6mm2〈(55×1.43/250)%×250×465=300.5mm2.所以:As1min=290.6mm2跨中:0.2%×250×465=232.5mm2〈(45×1.43/250)%×200×465=245.5mm2所以:As1min=232.5mm2(4)箍筋的配箍率ρsvmin=0.24×ft/fyv=0.24×1.43/210=0.16%3)配筋计算因结构、荷载均对称,故整个框架采用左右对称配筋。当梁下部受拉时,按T形截面控制。当梁上部受拉时,按矩形截面设计。以第六层AC跨梁为例,给出计算方法和过程,其他各梁的配筋计算见表格(5-1)。(1)跨中下部受拉,按T形截面设计。翼缘计算宽度按跨度考虑时,b’f=l/3=2000mm;取。考虑抗震承载力调整系数γRE=0.75,弯矩设计值为0.75×119=89.3kN•m。因为a1fcbfhf(h0-hf/2)=1.0×14.3×2000×80×(465-80/2)=743.1kN•m>89.3kN•mkN•m故属第一类截面87 a1=M/(a1fcbfho2)=89.5KN/m/(1.0×14.3×2000×765)=0.014As=M/fyrsho=923.4mm2而,故配筋320,As=941mm2(2)支座(以左支座为例)将下部截面的220钢筋深入支座,作为支座负弯矩作用下的受压钢筋(A’s=628mm2),再计算相应的受拉钢筋As。考虑抗震承载力调整系数,弯矩设计值为0.75×89.3=62.25kN•m。说明A’s富余,且达不到屈服,可以近似取M/fy(ho-as)=498.3kN•m故配筋218,As=509mm2表5-1梁正截面配筋计算楼层截面M(kN•m)ξA’s(mm2)As(mm2)实配As+A’s(mm2)六160.7〈0620509218(509)+320(941)289.30.014620320(941)360.7〈0628509218(509)+320(941)491.7〈01460742225(982)+420(1256)5116.50.0331140420(1256)691.7〈01140742225(982)+420(1256)五197.3〈01149742225(982)+420(1256)21480.0251409420(1256)397.3〈01149742225(982)+420(1256)4140.7〈01489916225(982)+422(1520)5177.50.0491489422(1520)6140.7〈01589916225(982)+422(1520)四1150.60.008948981225(982)+420(1256)2-1010.016632420(1256)87 3150.6〈0948981225(982)+420(1256)4133.4〈01103866225(982)+422(1520)5173.30.0361303422(1520)6133.4〈01103866225(982)+422(1520)三1150.60.008948981225(982)+420(1256)2-1010.016632420(1256)3150.6〈0948981225(982)+420(1256)4133.4〈01103866225(982)+422(1520)5173.30.0361303422(1520)6133.4〈01103866225(982)+422(1520)二11500.0159591161225(982)+420(1256)298〈0628420(1256)31500.0159591161225(982)+420(1256)42160.01814111406225(982)+422(1520)5173.40.0491130422(1520)6216.80.01814111406225(982)+422(1520)一11760.01711251310225(982)+420(1256)2106.7〈0658420(1256)31760.01711251310225(982)+420(1256)414114110891291225(982)+422(1520)51770.0491489422(1520)6141〈010891489225(982)+422(1520)5.1.2斜截面受弯承载力计算承载力抗震调整系数γRE=0.85。以第五层AC,CE跨梁为例,给出计算方法和过程,其他各梁的配筋计算见表格(表5-2)。AC跨梁γREV=0.85×149.2=149.2KN/m<0.25×1.0×14.3×250×465=415KN/m故截面尺寸满足要求。87 梁端箍筋加密区取2肢Φ8@100,箍筋用HPB235级钢筋(fyv=210N/mm2),则:0.42ftbh0+1.25(Asv/s)fyv=340.66>92.69KN箍筋加密区长度取1.2m,非加密区取2肢Φ8@150设置满足要求。BC跨梁161.7KN/m<0.2×1.0×14.3×250×465=281KN/m故截面尺寸满足要求。梁端箍筋加密区取2肢Φ8@100,箍筋用HPB235级钢筋,则:0.42ftbh0+1.25(Asv/s)fyv126KN>90.2KN全部梁的斜截面配筋计算结果与结果见(表5-2)。表5-2梁斜截面配筋计算表楼层梁γREV(kN)0.25βcfcbh0(kN)Asv/s加密区实配(Asv/s)非加密区实配ρ(%)六AC149.22610.23双肢Φ10@100(1.57)双肢Φ8@150(0.527)CE135.92610.17双肢Φ10@100(1.57)双肢Φ8@200(0.39)五AC2352610.67双肢Φ10@100(1.57)双肢Φ8@100(0.52)CE2002610.47双肢Φ10@100(1.57)双肢Φ8@200(0.39)四AC2352610.67双肢Φ10@100(1.57)双肢Φ8@100(0.52)CE2002610.47双肢Φ10@100(1.57)双肢Φ8@200(0.39)三AC2352610.67双肢Φ10@100(1.57)双肢Φ8@100(0.52)CE2002610.47双肢Φ10@100(1.57)双肢Φ8@200(0.39)二AC2352610.67双肢Φ10@100双肢Φ8@10087 (1.57)(0.52)CE19.82610.47双肢Φ10@100(1.57)双肢Φ8@200(0.39)一AC2353480.67双肢Φ10@100(1.57)双肢Φ8@100(0.52)CE2003480.47双肢Φ10@100(1.57)双肢Φ8@200(0.39)5.2柱截面设计1.已知条件混凝土采用C30,fc=14.3N/mm2,ft=1.43N/mm2,纵向受力钢筋选用HRB400(fy=f’y=360N/mm2),箍筋选用HRB235(fy=f’y=210N/mm2)。柱的截面尺寸:为450×450。则h01=450-40=410mm,h0=450-40=410mm。2.构造要求1)抗震调整系数γRE=0.802)三级抗震设防要求,框架柱纵筋最小配筋百分率应满足:0.7%则As1min=0.007×450×410=1292mm23.剪跨比和轴压比验算剪跨比宜大于2,三级框架轴压比应小于0.8,从下表中可见均满足要求。柱剪跨比和轴压比计算表表5-3楼层柱b(mm)h0(mm)Mc(kN•m)Vc(kN)N(kN)Mc/Vch0N/fcbh0六边450410136.750.91486.550.056中450410109.820.117413.30.065边450410136.9100159.93.30.061五边450410119.742.3185.36.90.07中45041011920.34862.114.30.146边450410101.5100285.32.840.10887 四边45041056.742.96862.13.20.33中45041010320.491399.212.30.49边45041010838.3602.86.880.23三边45041011842.37766.80.29中45041067.620.31911.98.10.72边450410115.132.38918.70.34二边450410122.648.9985.26.10.37中45041051.922.124035.70.91边45041012439.2111272.40.43一边450410212.142.97127411.20.45中450410209.737.4213517.51边450410273.338.9757.19170.524.柱正截面承载力计算计算要点:①,,当ξ<ξb时为大偏心受压柱;当ξ>ξb时为小偏心受压柱。②ea取20mm和h/30两者中的较大值。③当ei/h0≥0.3时,ζ1=1.0;当ei/h0<0.3时,ζ1=0.2+2.7ei/h0且≤1.0。④柱计算长度l0=0.7l。⑤l0/h≤15时,ζ2=1.0;l0/h>15时,ζ2=1.15-0.01l0/h且≤1.0。⑥,取Cm=1.0⑦ξ≤2αS/h0,;ξ>2αS/h0,5.柱斜截面承载力计算87 计算要点:①框架柱斜截面计算时的抗震调整系数为γRE=0.85。②当λ<1时,取λ=1;当λ>3时,取λ=3。③时截面满足要求。④当N≤0.3fcA时取实际值计算;当N>0.3fcbh时取0.3fcbh计算。⑤时按构造配箍,否则按计算配箍。⑥箍筋加密区长度底层柱根部取2000mm,其他端部取为1000mm。具体计算与配筋过程见下列两表87 表5-4边柱一层二层三层四层五层六层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(KNm)109.810910811995.829.8101.5101.559.5101.5776644104.5103.649.4212.165.550.1N(KN)174.6174732294.5357.8274562.9569159.5776.1776.1644817.7960.15726.41112.91109882ξ0.0440.0440.0320.0870.1060.090.160.160.1760.030.230.190.240.280.450.3290.3260.261大小偏心大大大大大大大大大大大大大大大大大大e0=M/N631.9631818404267.610818017873613113186.5127107671806057ea(mm)202020202020202020202020202020202020ei=e0+ea651651838424288128200198156151151106.8147127872008077ei/h01.5821.581.91.10.070.310.090.480.620.360.360.260.350.310.210.150.200.19ζ11.01.01.01.01.01.01.01.01.01.01.01.01.01.00.7241.00.710.7l0(m)2.12.12.12.12.12.12.12.12.12.12.12.12.12.12.12.12.12.1l0/h4.674.674.674.674.674.674.674.674.674.674.674.674.674.674.674.674.674.67ζ21.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01.0η1.011.011.0111.0211.0311.0741.0461.0461.0371.0641.0641.0801.0521.0741.0791.0791.0421.0842aS"/h00.1950.1950.1950.1950.1950.1950.1950.1950.1950.1950.1950.1950.1950.1950.1950.1950.1950.195e(mm)84284210316.1482319394392450345345345339321278.9403.8272268AS=AS"(mm2)995995641980742〈054667162162162144075779958811825104250实际钢筋216+418216+418216+418216+418216+418216+4181884141914191419141914191419ρS(%)0.710.710.710.710.710.71%表5.587 组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(KNm)8.719.98.3256.610.636.73411.73320.711.710.451.913.628.2N(KN)174350273.6792.584470410791373111511911911.91491191624131919ξ0.0360.0880.0710.20.210.180.270.350.280.280.480.360.480.510.48大小偏心大大大大大大大大大大大大大大大e0=M/N33.356.830.465.2122.8180.831.58.529.617.16.113.62.75.414.6ea(mm)202020202020202020202020202020ei=e0+ea53.376.850.485.2142.8200.851.528.549.637.126.133.621.725.624.6ei/h00.130.190.120.210.360.490.120.070.110.1290.060.4820.050.060.48ζ10.530.710.520.52110.0520.390.50.420.3010.290.320.38l0(m)2.12.12.12.12.12.12.12.12.12.12.12.12.12.12.1l0/h4.674.674.674.674.674.674.674.674.674.674.674.674.674.674.67ζ21.01.01.01.01.01.01.01.01.01.01.01.01.01.01.0η1.0211.031.221.021.0111.041.031.01.031.0311.041.01.01.02aS"/h00.1950.190.1950.1950.1950.1950.1950.190.190.1950.1950.190.1950.1950.195e(mm)238.3266.8235270.2332385.8235.4218.4239.2192.4231.2223.6212.8210.6209.6AS=AS"(mm2)〈0〈0〈0〈0〈0〈0〈0〈0〈0〈0〈0〈0〈0〈0〈0实际钢筋216+418216+418216+418216+418216+418面积14191419141914191419ρS(%)0.710.71.0.710.710.7187 表5-6边柱六层五层四层三层二层一层Hn(m)3.03.03.03.03.04.0λ=Hn/(2h0)3.663.663.663.663.664.88γREVC(KN)83.74150.1144.33162.62133.13121.20.2fcbh0(KN)527.7527.7527.7527.7527.7527.7截面是否满足要求满足满足满足满足满足满足75.775.775.775.775.775.70.25fcbh(KN)868.7868.7868.7868.7868.7868.7N(KN)174868.6592.3801.4985.211940.056N9.721.433.144.855.266.8实配箍筋加密区Ф10@100(0.94)Ф10@100(0.94)Ф10@100(0.94)Ф10@100(0.94)Ф10@100(0.94)Ф10@100(0.94)非加密区Ф10@200(0.43)Ф10@200(0.43)Ф10@200(0.43)Ф10@200(0.43)Ф10@200(0.43)Ф10@200(0.43)87 5.3楼梯板计算5.3.1设计资料:层高:3米踏步尺寸:150×295混凝土强度等级C25,钢筋为HPB235和HRB335楼梯上均布活荷载标准值=3.5kN/m2板倾斜度设板厚h=120mm;约为板斜长的1/30。取lm宽板带计算5.3.2  荷载计算图8-6例8-1的楼梯结构平面87 荷载分项系数基本组合的总荷载设计值表8-1梯段板的荷载5.3.3截面设计板水平计算跨度弯矩设计值:057.010010009.1110.6.7826201=´´´==bhfMcsaa614.006.0057.0211211=<=´--=--=bsxax选配ø10@110mm,As=714mm2分布筋ø8,每级踏步下一根,梯段板配筋见图(8-7)。表8-2平台板的荷载87 5.3.4平台板计算设平台板厚h=70mm,取lm宽板带计算。(1)荷载计算总荷载设计值(2)截面设计板的计算跨度弯矩设计值选配ø6/8@140mm,As=281mm2平台板配筋见图(8-7)。87 图8-7梯段板和平台板配筋5.3.5.平台梁B1计算设平台梁截面mmb250=mmh300=(1)荷载计算总荷载设计值(2)截面设计计算跨度lln2.478.)24.0.2.6(05.105.10=-==弯矩设计值mkNplM×=´´==23.36.2.4744.308181220剪力设计值截面按倒L形计算,经计算属第一类T形截面,采用HRB335钢筋87 选2ø14+1ø16,As=509.1mm2斜截面受剪承载力计算配置箍筋ø6@200mm满足要求平台梁配筋见图(8-8)。图8-8平台梁配筋87 六.基础设计6.1基础设计1)基础设首先对地基进行加固处理。根据《建筑地基处理规范》和建筑物特征及场地岩土工程特性,当采用复合地基时,本工程采用碎石桩与CFG桩组合复合地基,其中碎石桩(先施工)以消除液化为主要目的,而CFG桩(后施工)则是以提高地基强度为主要目的。2)碎石桩处理深度10.0-12.0米左右,桩入土深度15米左右。依据勘察所做土工试验结果,若碎石桩有效桩长8.0-10.0米左右,桩径500mm,而CFG桩有效长13.0米左右,桩径400mm,均按正三角形(桩距1.3m)布桩,即在正三角形(碎石桩)的基础上,再在正三角形的中心布置CFG桩时,复合地基可达到≥250kpa。本设计在经CFG桩处理后的地基上做柱下独立基础,一条柱子下一个基础。以21号轴线的A桩为例来计算:基础平面简图(如图6-1)图6-187 作用在基础顶面处上的轴心荷载为:NK=1360kN假设基础底面尺寸为b×=3.2m×2.0m,高度为1.0m,总埋深为1.55m(以地下室的室内地面标高算起)。3)基础埋深超过0.5m时,需先对地基承载力进行深度修正。查表取b=0,d=1.1,承载力设计值为:fa=fk+b·r·(b-3)+d·r0(d-0.5)=250+1.1×19.3×(1.55-0.5)=303KPa>1.1×250=275KPa取fa=303Kpa验算基础底面尺寸:A=6.4㎡>Nk/=1360/(303-20×1.55)=5.45㎡,满足要求。基础及其上土重:Gk=1.0×20×2×3=120kNP===153kN≤fa=281.85KPa6.2抗冲切检验1)基底净反力设计值:P=133kN/m22)柱边冲切承载力验算:h0=1000-40=960mm,Lc+2h0=700+2×960=2620mm>=2000mm故=200×(4/2-0.7/2-0.96)×2=276kNbm==1.66m0.7βhftbmh0=0.7×1×1.1×1.66×960=1227.1kN>Fl=276kNFl<0.7βhftbmh0,满足要求。3)变阶处冲切承载力验算:h,0=500-40=460mm,l,c=1000+450=1450mm,b,c=2050mm,l,c+2h,0=2050+2×460=2970mm>2000mmF,l=PSA=PS(b/2-b,c/2-h,0)l=200×(4/2-2.05/2-0.46)×2=206kNbm=(1.45+1.45+2×0.46)/2=1.91m0.7βhftbmh0=0.7×1.0×1.1×1.91×460=676.522kN>Fl,满足要求。87 6.3配筋计算1)柱边截面:M=Pj(b-a)2(2l+a)/24=200(4-0.7)2×(2×4+0.7)/24=789.53kN/m2AS1=M/0.9h0ƒy=789.53×106/(0.9×960×210)=4351.5mm2AS2=M/0.9h0,ƒy=789.53×106/(0.9×(960-16)×210)=4425.3mm2选用1025,AS=4625.3mm22)变阶处截面:M=Pj(b-h)2(2l+a)/24=200×(4-1.45)2×(2×2+2.05)/24=327.kN·mAS1=M/0.9h0ƒy=327.9×106/(0.9×460×210)=3771.6mm2